Find the most up-to-date version of AISI S at Engineering 2 to the North American Specification for the Design of Cold-Formed Steel Structural Members, Edition February ; AISI S/S ()AISI . Cold-Formed Steel─Special Bolted Moment Frame (CFS─SBMF) system in the proposed AISI Seismic Standard (AISI S) are developed.
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For this SFRS, the expected strength equals 1. Additional system requirements must be met as further detailed in Section E3.
The beams and columns, therefore, need to be designed to resist the expected moment M e and shear V e at the bolted connections defined as:. The expected strength of the SFRS, capped by the seismic load effects including overstrength, is to be used to design other components in the SFRS that are not part of the designated energy-dissipating aksi, including any collectors.
Seismic energy is dissipated in wood structural panel shear walls through titling and bearing deformation in the screw connections between the wood structural panel sheathing and the cold-formed steel structural members, and in the wood structural panels themselves.
Chapter D This chapter, General Member and Connection Design Requirementsreferences Chapters E and F for specific member and connection design and is reserved for future development.
Chapter B This chapter, General Design Requirementsoutlines fundamental seismic design requirements. Expected strength is used to estimate the maximum forces the SFRS is anticipated to resist prior to dissipating energy through yielding. Detailed guidance on how to determine the expected strength is provided in the standard.
The expected strength of steel-sheet sheathed shear walls is specified as 1. Leave a Comment Click here to cancel reply. X110 to cold-formed steel, an additional yield stress increase must be considered due to the cold work of forming and inelastic reserve capacity: Chapter C This chapter, Analysisprescribes that the structural analysis should be done in accordance with the applicable building code and AISI S The expected strength of this SFRS equals 1.
Two types of shear walls are included within the section:. The expected strength of the strap equals the expected yield strength of the strap times its gross area. Type I shear walls Figure 2 a are fully sheathed and require hold-downs and anchorage at each end of the alsi wall.
This chapter, General Design Requirementsoutlines fundamental seismic design requirements. Aug, By Rob Madsen P. For asi, provisions must be made to guard against loose strap bracing either by pre-tensioning the straps or through other similar methods aixi installing the tension-only strap bracing. The modification coefficient for strength increase due to cold work of forming is determined as: Braced shear wall design example.
Seismic energy is dissipated through sliding and bearing deformations in the bolted connections between the beams and columns.
Future editions are expected to expand on analysis methods and their implementation for cold-formed steel SFRS. A design guide for the seismic design of cold-formed steel framing will be published in This consolidated seismic design standard brings together all North American cold-formed steel seismic-force-resisting systems SFRS into one standard, adding a consistent capacity-based design philosophy to each. The expected strength of the SFRS can be derived by simple mechanics based on the strap expected strength.
This first edition of AISI S represents a merging of the following previously published standards: Shear wall sheathed with wood structural panels.
This chapter, Use of Substitute Components and Connections in Seismic Force-Resisting Systemspermits the substitution of components or connections in any of the SFRS specified in Chapter E as long as they follow the applicable building code requirements and are approved by the authority having jurisdiction.
Alsi A also provides the provisions for determining the material expected strength for steel.
Seismic energy is dissipated through the connections between the steel sheet and the cold-formed steel structural members. Asi nominal shear strength, V ncan be determined using the same equations provided in Section a except that values for v n and C a are tabulated separately in the standard.
For instance, it is limited to single story structures no higher than 35 feet. This standard currently provides the design provisions for cold-formed steel-framed diaphragms sheathed with wood structural panels.
In addition, a new effective strip method has been introduced in this edition, which can be used s101 determine the nominal shear strength of the shear wall analytically. This chapter discusses Quality Control and Quality Assurance.